Loading...
HomeMy WebLinkAbout873711_602824_Structural Analysis Report.pdftnxTower Report - version 8.1.1.0 Date: April 13, 2022 Morrison Hershfield 1455 Lincoln Parkway. Suite 500 Atlanta, GA 30346 (770) 379-8500 Subject: Structural Analysis Report Carrier Designation: Verizon Wireless Co-Locate Site Number: 129792 Site Name: GN 131St And Sheffield Crown Castle Designation: BU Number: 873711 Site Name: Carmel-Springmill JDE Job Number: 703729 Work Order Number: 2072927 Order Number: 602824 Rev. 4 Engineering Firm Designation: Morrison Hershfield Project Number: CN11-210 / 2200039 Site Data: 1531 W Main St, Carmel, Hamilton County, IN 46032 Latitude 39° 58' 37.12'', Longitude -86° 10' 10.81'' 150 Foot – EEI Monopole Tower Morrison Hershfield is pleased to submit this “Structural Analysis Report” to determine the structural integrity of the above-mentioned tower. The purpose of the analysis is to determine acceptability of the tower stress level. Based on our analysis we have determined the tower stress level for the structure and foundation, under the following load case, to be: LC9.8: Proposed Equipment Configuration for New Tower Sufficient Capacity This analysis utilizes an ultimate 3-second gust wind speed of 120 mph as required by the 2012 International Building Code. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Respectfully submitted by: G. Lance Cooke, P.E. (IN License No. 11300501) Senior Engineer tnxTower Report - version 8.1.1.0 TABLE OF CONTENTS 1) INTRODUCTION 2) ANALYSIS CRITERIA Table 1 - Proposed Equipment Configuration Table 2 - Other Considered Equipment 3) ANALYSIS PROCEDURE Table 3 - Documents Provided 3.1) Analysis Method 3.2) Assumptions 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Table 5 - Tower Component Stresses vs. Capacity – LC9.8 4.1) Recommendations 5) APPENDIX A tnxTower Output 6) APPENDIX B Base Level Drawing 7) APPENDIX C Additional Calculations April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 3 tnxTower Report - version 8.1.1.0 1) INTRODUCTION This tower is a 150 ft EEI monopole tower designed by Vector Engineers, Inc. 2) ANALYSIS CRITERIA TIA-222 Revision: TIA-222-H Risk Category: III Wind Speed: 120 mph Exposure Category: C Topographic Factor: 1 Ice Thickness: 2 in Wind Speed with Ice: 40 mph Service Wind Speed: 60 mph Table 1 - Proposed Equipment Configuration Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer Antenna Model Number of Feed Lines Feed Line Size (in) 148.0 148.0 3 commscope NHH-65C-R2B w/ Mount Pipe 6 2 7/8 2 2 ericsson 4408 W/KRE 105 281/1 w/ Mount Pipe 3 vzw Sub6 Antenna w/ Mount Pipe 3 ericsson 4449 3 ericsson 8843 2 raycap RHSDC-6627-PF-48 1 Sabre 12' Sector Mount [#C10857860] Table 2 - Other Considered Equipment Mounting Level (ft) Center Line Elevation (ft) Number of Antennas Antenna Manufacturer April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 4 tnxTower Report - version 8.1.1.0 3) ANALYSIS PROCEDURE Table 3 - Documents Provided Document Reference Source 4-GEOTECHNICAL REPORTS 10212770 CCISITES 4-TOWER FOUNDATION DRAWINGS/DESIGN/SPECS 10273329 CCISITES 4-TOWER MANUFACTURER DRAWINGS 10273322 CCISITES 3.1) Analysis Method tnxTower (version 8.1.1.0), a commercially available analysis software package, was used to create a three-dimensional model of the tower and calculate member stresses for various loading cases. Selected output from the analysis is included in Appendix A. When applicable, Crown Castle has calculated and provided the effective area for panel antennas using approved methods following the intent of the TIA-222 standard. 3.2) Assumptions 1) Tower and structures were maintained in accordance with the TIA-222 Standard. 2) The configuration of antennas, transmission cables, mounts and other appurtenances are as specified in Tables 1 and 2 and the referenced drawings. 3) It is unknown whether the foundation installed is a drilled shaft or pier and pad; both designs were analyzed and determined to be sufficient. This analysis may be affected if any assumptions are not valid or have been made in error. Morrison Hershfield should be notified to determine the effect on the structural integrity of the tower. 4) ANALYSIS RESULTS Table 4 - Section Capacity (Summary) Section No. Elevation (ft) Component Type Size Critical Element P (K) SF*P_allow (K) % Capacity Pass / Fail L1 150 - 102 Pole TP34.6875x22.5x0.3125 1 -11.29 2016.98 19.0 Pass L2 102 - 67 Pole TP42.9375x32.793x0.4375 2 -22.84 3495.30 24.5 Pass L3 67 - 33 Pole TP50.6875x40.5408x0.5 3 -34.51 4719.26 27.7 Pass L4 33 - 0 Pole TP58x47.9118x0.5 4 -51.42 5605.18 33.6 Pass Summary Pole (L4) 33.6 Pass Rating = 33.6 Pass April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 5 tnxTower Report - version 8.1.1.0 Table 5 - Tower Component Stresses vs. Capacity – LC9.8 Notes Component Elevation (ft) % Capacity Pass / Fail 1 Anchor Rods 0 30.0 Pass 1 Base Plate 33.9 Pass 1,2 Foundation Option #1 Caisson Structural 0 31.4 Pass 1,2 Foundation Option #1 Caisson Soil Interaction 14.1 Pass 1,2 Foundation Option #2 Pier and Pad Structural 0 31.2 Pass 1,2 Foundation Option #2 Pier and Pad Soil Interaction 23.4 Pass Structure Rating (max from all components) = 33.9%* Notes: 1) See additional documentation in “Appendix C – Additional Calculations” for calculations supporting the % capacity consumed. 2) It is unknown whether the foundation installed is a drilled shaft or pier and pad; both designs were analyzed and determined to be sufficient. 3) *Rating per TIA-222-H, Section 15.5. 4.1) Recommendations The tower and its foundation have sufficient capacity to carry the proposed load configuration. No modifications are required at this time. tnxTower Report - version 8.1.1.0 APPENDIX A TNXTOWER OUTPUT Consulting Engineers Morrison Hershfield 1455 Lincoln Parkway. Suite 500 Atlanta, GA 30346 Phone: (770) 379-8500 FAX: (770) 379-8501 Job: CN11-210 / 2200039 Project: 873711 / Carmel-Springmill Client: Crown Castle USA Drawn by: AP App'd: Code: TIA-222-H Date: 04/13/22 Scale: NTS Path: C:\Users\Apeeta\Desktop\Old works\CN11-210 - 873711 - Carmel-Springmill\CN11-210 SA\Analysis\CN11-210 BU_873711 WO_2072927.eri Dwg No. E-1 150.0 ft 102.0 ft 67.0 ft 33.0 ft 0.0 ft REACTIONS - 120 mph WIND TORQUE 1 kip-ft 27 K SHEAR 2606 kip-ft MOMENT 51 K AXIAL 40 mph WIND - 2.0000 in ICE TORQUE 0 kip-ft 6 K SHEAR 679 kip-ft MOMENT 102 K AXIAL ARE FACTORED ALL REACTIONS Section 4 3 2 1 Length (ft) 40.00 40.00 40.00 48.00 Number of Sides 18 18 18 18 Thickness (in) 0.5000 0.5000 0.4375 0.3125 Socket Length (ft) 7.00 6.00 5.00 Top Dia (in) 47.9118 40.5408 32.7930 22.5000 Bot Dia (in) 58.0000 50.6875 42.9375 34.6875 Grade A572-65 Weight (K) 32.7 11.3 9.7 7.1 4.6 MATERIAL STRENGTH GRADE Fy Fu GRADE Fy Fu A572-65 65 ksi 80 ksi TOWER DESIGN NOTES 1. Tower is located in Hamilton County, Indiana. April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 7 tnxTower Report - version 8.1.1.0 Tower Input Data The tower is a monopole. This tower is designed using the TIA-222-H standard. The following design criteria apply: Tower is located in Hamilton County, Indiana. Tower base elevation above sea level: 862.00 ft. Basic wind speed of 120 mph. Risk Category III. Exposure Category C. Simplified Topographic Factor Procedure for wind speed-up calculations is used. Topographic Category: 1. Crest Height: 0.00 ft. Nominal ice thickness of 2.0000 in. Ice thickness is considered to increase with height. Ice density of 56 pcf. A wind speed of 40 mph is used in combination with ice. Temperature drop of 50 °F. Deflections calculated using a wind speed of 60 mph. A non-linear (P-delta) analysis was used. Pressures are calculated at each section. Stress ratio used in pole design is 1. Tower analysis based on target reliabilities in accordance with Annex S. Load Modification Factors used: Kes(Fw) = 1.0, Kes(ti) = 1.0. Maximum demand-capacity ratio is: 1.05. Local bending stresses due to climbing loads, feed line supports, and appurtenance mounts are not considered. Options Consider Moments - Legs Distribute Leg Loads As Uniform Use ASCE 10 X-Brace Ly Rules Consider Moments - Horizontals Assume Legs Pinned Calculate Redundant Bracing Forces Consider Moments - Diagonals √ Assume Rigid Index Plate Ignore Redundant Members in FEA Use Moment Magnification √ Use Clear Spans For Wind Area SR Leg Bolts Resist Compression √ Use Code Stress Ratios Use Clear Spans For KL/r All Leg Panels Have Same Allowable √ Use Code Safety Factors - Guys Retension Guys To Initial Tension Offset Girt At Foundation Escalate Ice √ Bypass Mast Stability Checks √ Consider Feed Line Torque Always Use Max Kz √ Use Azimuth Dish Coefficients Include Angle Block Shear Check Use Special Wind Profile √ Project Wind Area of Appurt. Use TIA-222-H Bracing Resist. Exemption Include Bolts In Member Capacity Autocalc Torque Arm Areas Use TIA-222-H Tension Splice Exemption Leg Bolts Are At Top Of Section Add IBC .6D+W Combination Poles Secondary Horizontal Braces Leg Sort Capacity Reports By Component √ Include Shear-Torsion Interaction Use Diamond Inner Bracing (4 Sided) Triangulate Diamond Inner Bracing Always Use Sub-Critical Flow SR Members Have Cut Ends Treat Feed Line Bundles As Cylinder Use Top Mounted Sockets SR Members Are Concentric Ignore KL/ry For 60 Deg. Angle Legs Pole Without Linear Attachments Pole With Shroud Or No Appurtenances Outside and Inside Corner Radii Are Known Tapered Pole Section Geometry Section Elevation ft Section Length ft Splice Length ft Number of Sides April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 8 tnxTower Report - version 8.1.1.0 Section Elevation ft Section Length ft Splice Length ft Number of Sides Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade (65 ksi) Tapered Pole Properties Section Tip Dia. in Area in2 I in4 r in C in I/C in3 J in4 It/Q in2 w in w/t L1 22.7989 22.0072 1368.7354 7.8766 11.4300 119.7494 2739.2719 11.0057 3.4100 10.912 35.1744 34.0957 5090.0555 12.2031 17.6213 288.8589 10186.808 6 17.0511 5.5550 17.776 L2 34.5190 44.9296 5942.4499 11.4862 16.6588 356.7148 11892.719 0 22.4691 5.0016 11.432 43.5324 59.0166 13467.569 3 15.0875 21.8122 617.4315 26952.859 6 April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 9 tnxTower Report - version 8.1.1.0 Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf INDUCTION(2) 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 3.04 3.04 3.04 ****** HCS 2.0 Part 3(1- 1/2) B No No Inside Pole 110.00 - 0.00 2 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 1.71 1.71 1.71 1.71 ****** CU12PSM6P4XXX (1-3/4) A No No Inside Pole 100.00 - 0.00 1 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 2.72 April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 10 tnxTower Report - version 8.1.1.0 Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L4 33.00-0.00 0.0000 0.8571 0.0000 4.1701 Note: For pole sections, center of pressure calculations do not consider feed line shielding. Shielding Factor Ka Tower Section Feed Line Record No. Description Feed Line Segment Elev. Ka No Ice Ka Ice L1 2 Safety Line 3/8 102.00 - 150.00 1.0000 1.0000 L1 3 Climbing Pegs 102.00 - 150.00 1.0000 1.0000 L2 2 Safety Line 3/8 67.00 - 102.00 1.0000 1.0000 L2 3 Climbing Pegs 67.00 - 102.00 1.0000 1.0000 L3 2 Safety Line 3/8 33.00 - 67.00 1.0000 1.0000 L3 3 Climbing Pegs 33.00 - 67.00 1.0000 1.0000 L4 2 Safety Line 3/8 0.00 - 33.00 1.0000 1.0000 L4 3 Climbing Pegs 0.00 - 33.00 1.0000 1.0000 Discrete Tower Loads Description Face or Leg Offset Type Offsets: Horz Lateral Vert April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 11 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 2'' Ice Sub6 Antenna w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.23 4.56 4.89 5.58 2.88 3.30 3.75 4.69 0.09 0.13 0.18 0.28 Sub6 Antenna w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 12 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 2'' Ice 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 12' Sector Mount [#C10857860] C None 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 29.82 42.21 April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 13 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 1'' Ice 2'' Ice 4.07 2.27 0.18 AHFIG_TMO B From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.08 3.32 3.56 4.07 1.47 1.66 1.85 2.27 0.07 0.09 0.12 0.18 AHFIG_TMO C From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 14 tnxTower Report - version 8.1.1.0 Description Face or Leg Offset Type Offsets: Horz Lateral Vert ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K 0.00 Ice 1'' Ice 2'' Ice 2.32 2.71 1.25 1.55 0.10 0.15 TA08025-B604 B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.96 2.14 2.32 2.71 0.98 1.11 1.25 1.55 0.06 0.08 0.10 0.15 TA08025-B604 C From Leg 4.00 April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 15 tnxTower Report - version 8.1.1.0 Comb. No. Description 4 1.2 Dead+1.0 Wind 30 deg - No Ice 5 0.9 Dead+1.0 Wind 30 deg - No Ice 6 1.2 Dead+1.0 Wind 60 deg - No Ice 7 0.9 Dead+1.0 Wind 60 deg - No Ice 8 1.2 Dead+1.0 Wind 90 deg - No Ice 9 0.9 Dead+1.0 Wind 90 deg - No Ice 10 1.2 Dead+1.0 Wind 120 deg - No Ice 11 0.9 Dead+1.0 Wind 120 deg - No Ice 12 1.2 Dead+1.0 Wind 150 deg - No Ice 13 0.9 Dead+1.0 Wind 150 deg - No Ice 14 1.2 Dead+1.0 Wind 180 deg - No Ice 15 0.9 Dead+1.0 Wind 180 deg - No Ice 16 1.2 Dead+1.0 Wind 210 deg - No Ice 17 0.9 Dead+1.0 Wind 210 deg - No Ice 18 1.2 Dead+1.0 Wind 240 deg - No Ice 19 0.9 Dead+1.0 Wind 240 deg - No Ice 20 1.2 Dead+1.0 Wind 270 deg - No Ice 21 0.9 Dead+1.0 Wind 270 deg - No Ice 22 1.2 Dead+1.0 Wind 300 deg - No Ice 23 0.9 Dead+1.0 Wind 300 deg - No Ice 24 1.2 Dead+1.0 Wind 330 deg - No Ice 25 0.9 Dead+1.0 Wind 330 deg - No Ice 26 1.2 Dead+1.0 Ice+1.0 Temp 27 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 28 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 29 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 30 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 31 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 32 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 33 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 34 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 35 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 36 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 37 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 38 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 39 Dead+Wind 0 deg - Service 40 Dead+Wind 30 deg - Service 41 Dead+Wind 60 deg - Service 42 Dead+Wind 90 deg - Service 43 Dead+Wind 120 deg - Service 44 Dead+Wind 150 deg - Service 45 Dead+Wind 180 deg - Service 46 Dead+Wind 210 deg - Service 47 Dead+Wind 240 deg - Service 48 Dead+Wind 270 deg - Service 49 Dead+Wind 300 deg - Service 50 Dead+Wind 330 deg - Service Maximum Member Forces Sectio n No. Elevation ft April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 16 tnxTower Report - version 8.1.1.0 Sectio n No. Elevation ft Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L3 67 - 33 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -77.42 -2.00 -1.28 Max. Mx 8 -34.51 -1588.44 -3.01 Max. My 2 -34.51 2.75 1592.48 Max. Vy 8 23.12 -1588.44 -3.01 Max. Vx 14 23.18 -3.30 -1592.46 Max. Torque 22 -1.19 L4 33 - 0 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -101.68 -2.00 -3.04 Max. Mx 8 -51.42 -2597.36 -4.55 Max. My 14 -51.42 -4.62 -2604.00 Max. Vy 8 27.18 -2597.36 -4.55 Max. Vx 14 27.24 -4.62 -2604.00 Max. Torque 22 -1.19 Maximum Reactions Location Condition Gov. Load Comb. Vertical K Horizontal, X K Horizontal, Z K Pole Max. Vert 26 101.68 -0.00 0.00 Max. Hx 20 51.43 27.16 0.03 Max. Hz 2 51.43 0.03 27.22 Max. Mx 2 2603.59 0.03 27.22 Max. Mz 8 2597.36 -27.16 -0.03 Max. Torsion 10 1.19 -23.54 -13.64 Min. Vert 19 38.57 23.51 -13.58 Min. Hx 8 51.43 -27.16 -0.03 Min. Hz 14 51.43 -0.03 -27.22 Min. Mx 14 -2604.00 -0.03 -27.22 Min. Mz 20 -2596.81 27.16 0.03 Min. Torsion 22 -1.19 23.54 13.64 Tower Mast Reaction Summary Load April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 17 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft 0.9 Dead+1.0 Wind 150 deg - No Ice 38.57 13.61 23.59 2244.48 -1295.12 -1.10 1.2 Dead+1.0 Wind 180 deg - No Ice 51.43 0.03 27.22 2604.00 -4.62 -0.71 0.9 Dead+1.0 Wind 180 deg - No Ice 38.57 0.03 27.22 2589.19 -4.52 -0.71 1.2 Dead+1.0 Wind 210 deg - No Ice 51.43 -13.55 23.56 2252.99 1294.50 -0.14 0.9 Dead+1.0 Wind 210 deg - No Ice 38.57 -13.55 23.56 2240.16 1287.23 -0.14 1.2 Dead+1.0 Wind 240 deg - No Ice 51.43 -23.51 13.58 1298.34 2246.70 0.48 0.9 Dead+1.0 Wind 240 deg - No Ice 38.57 -23.51 13.58 1290.93 2234.03 0.47 1.2 Dead+1.0 Wind 270 deg - No Ice 51.43 -27.16 -0.03 -4.14 2596.81 0.96 0.9 Dead+1.0 Wind 270 deg - No Ice 38.57 -27.16 -0.03 -4.16 2582.15 0.96 1.2 Dead+1.0 Wind 300 deg - No Ice 51.43 -23.54 -13.64 -1305.45 2251.04 1.19 0.9 Dead+1.0 Wind 300 deg - No Ice 38.57 -23.54 -13.64 -1298.10 2238.34 1.19 1.2 Dead+1.0 Wind 330 deg - No Ice 51.43 -13.61 -23.59 -2256.92 1302.03 1.10 0.9 Dead+1.0 Wind 330 deg - No Ice 38.57 -13.61 -23.59 -2244.17 1294.71 1.10 1.2 Dead+1.0 Ice+1.0 Temp 101.68 0.00 -0.00 3.04 -2.00 -0.00 April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 18 tnxTower Report - version 8.1.1.0 Load Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead+Wind 330 deg - Service 42.86 -3.04 -5.28 -502.91 290.04 0.25 Solution Summary Load Comb. Sum of Applied Forces Sum of Reactions PX % Error K PY K PZ K PX K PY K PZ K 1 0.00 -42.86 0.00 0.00 42.86 0.00 0.000% 2 -0.03 -51.43 -27.22 0.03 51.43 27.22 0.000% 3 -0.03 -38.57 -27.22 0.03 38.57 27.22 0.000% 4 13.55 -51.43 -23.56 -13.55 51.43 23.56 0.000% 5 13.55 -38.57 -23.56 -13.55 38.57 23.56 0.000% 6 23.51 -51.43 -13.58 -23.51 51.43 13.58 0.000% 7 23.51 -38.57 -13.58 -23.51 38.57 13.58 0.000% 8 27.16 -51.43 0.03 -27.16 51.43 -0.03 0.000% 9 27.16 -38.57 0.03 -27.16 38.57 -0.03 0.000% 10 23.54 -51.43 13.64 -23.54 51.43 -13.64 0.000% 11 23.54 -38.57 13.64 -23.54 38.57 -13.64 0.000% 12 13.61 -51.43 23.59 -13.61 51.43 -23.59 0.000% 13 13.61 -38.57 23.59 -13.61 38.57 -23.59 0.000% 14 0.03 -51.43 27.22 -0.03 51.43 -27.22 0.000% 15 0.03 -38.57 27.22 -0.03 38.57 -27.22 0.000% 16 -13.55 -51.43 23.56 13.55 51.43 -23.56 0.000% 17 -13.55 -38.57 23.56 13.55 38.57 -23.56 0.000% 18 -23.51 -51.43 13.58 23.51 51.43 -13.58 0.000% 19 -23.51 -38.57 13.58 23.51 38.57 -13.58 0.000% 20 -27.16 -51.43 -0.03 27.16 51.43 0.03 0.000% 21 -27.16 -38.57 -0.03 27.16 38.57 0.03 0.000% April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 19 tnxTower Report - version 8.1.1.0 3 Yes 4 0.00000001 0.00005093 4 Yes 5 0.00000001 0.00003081 5 Yes 4 0.00000001 0.00073098 6 Yes 5 0.00000001 0.00003122 7 Yes 4 0.00000001 0.00074095 8 Yes 4 0.00000001 0.00010096 9 Yes 4 0.00000001 0.00006352 10 Yes 5 0.00000001 0.00002953 11 Yes 4 0.00000001 0.00070006 12 Yes 5 0.00000001 0.00003246 13 Yes 4 0.00000001 0.00077066 14 Yes 4 0.00000001 0.00009108 15 Yes 4 0.00000001 0.00005615 16 Yes 5 0.00000001 0.00003040 17 Yes 4 0.00000001 0.00072120 18 Yes 5 0.00000001 0.00002999 19 Yes 4 0.00000001 0.00071132 20 Yes 4 0.00000001 0.00010875 21 Yes 4 0.00000001 0.00006905 22 Yes 5 0.00000001 0.00003254 23 Yes 4 0.00000001 0.00077269 24 Yes 5 0.00000001 0.00002961 25 Yes 4 0.00000001 0.00070201 26 Yes 4 0.00000001 0.00000141 27 Yes 5 0.00000001 0.00013715 28 Yes 5 0.00000001 0.00014282 29 Yes 5 0.00000001 0.00014314 30 Yes 5 0.00000001 0.00013823 31 Yes 5 0.00000001 0.00014360 32 Yes 5 0.00000001 0.00014349 33 Yes 5 0.00000001 0.00013750 34 Yes 5 0.00000001 0.00014185 35 Yes 5 0.00000001 0.00014140 36 Yes 5 0.00000001 0.00013611 37 Yes 5 0.00000001 0.00014151 38 Yes 5 0.00000001 0.00014176 39 Yes 4 0.00000001 0.00001103 40 Yes 4 0.00000001 0.00002080 41 Yes 4 0.00000001 0.00002132 42 Yes 4 0.00000001 0.00001139 43 Yes 4 0.00000001 0.00001982 44 Yes 4 0.00000001 0.00002284 45 Yes 4 0.00000001 0.00001106 46 Yes 4 0.00000001 0.00002032 47 Yes 4 0.00000001 0.00001997 48 Yes 4 0.00000001 0.00001142 49 Yes 4 0.00000001 0.00002298 50 Yes 4 0.00000001 0.00001980 Maximum Tower Deflections - Service Wind Section No. Elevation ft Horz. Deflection in April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 20 tnxTower Report - version 8.1.1.0 Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft Mount Pipe 100.00 MX08FRO665-21 w/ Mount Pipe 44 4.407 0.4070 0.0005 13682 Maximum Tower Deflections - Design Wind Section No. Elevation ft Horz. Deflection in Gov. Load Comb. Tilt ° Twist ° L1 150 - 102 42.980 12 2.4510 0.0077 L2 107 - 67 22.594 12 1.9388 0.0029 L3 73 - 33 10.683 12 1.3432 0.0013 L4 40 - 0 3.316 12 0.7403 0.0005 Critical Deflections and Radius of Curvature - Design Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.00 Lightning Rod 5/8'' x 10' 12 42.980 2.4510 0.0077 25449 148.00 NHH-65C-R2B w/ Mount Pipe 12 41.973 2.4304 0.0075 25449 110.00 FFVV-65C-R3-V1_TMO w/ Mount Pipe 12 23.860 1.9832 0.0031 3184 100.00 MX08FRO665-21 w/ Mount Pipe 12 19.782 1.8278 0.0024 3054 April 13, 2022 150 Ft Monopole Tower Structural Analysis CCI BU No 873711 Project Number CN11-210 / 2200039, Order 602824, Revision 4 Page 21 tnxTower Report - version 8.1.1.0 Pole Shear Design Data Section No. Elevation ft Size Actual Vu K φVn K Ratio Vu φVn Actual Tu kip-ft φTn kip-ft Ratio Tu φTn L1 150 - 102 (1) TP34.6875x22.5x0.3125 12.58 576.28 0.022 0.98 1670.76 0.001 L2 102 - 67 (2) TP42.9375x32.793x0.437 5 19.48 998.66 0.020 1.10 3583.86 0.000 L3 67 - 33 (3) TP50.6875x40.5408x0.5 23.19 1348.36 0.017 1.10 5716.59 0.000 L4 33 - 0 (4) TP58x47.9118x0.5 27.25 1601.48 0.017 1.10 8064.36 0.000 Pole Interaction Design Data Section No. Elevation ft Ratio Pu φPn Ratio Mux φMnx Ratio Muy φMny Ratio Vu φVn Ratio Tu φTn Comb. Stress Ratio Allow. Stress Ratio Criteria L1 150 - 102 (1) 0.006 0.194 0.000 0.022 0.001 0.200 1.050 4.8.2 tnxTower Report - version 8.1.1.0 APPENDIX B BASE LEVEL DRAWING tnxTower Report - version 8.1.1.0 APPENDIX C ADDITIONAL CALCULATIONS Monopole Base Plate Connection *TIA-222-H Section 15.5 Applied #VALUE! Anchor Rod Data Anchor Rod Summary (units of kips, kip-in) (24) 2-1/4" ø bolts (A615-75 N; Fy=75 ksi, Fu=100 ksi) on 66" BC Pu_t = 76.8 φPn_t = 243.75 Stress Rating Vu = 1.14 φVn = 149.1 30.0% Base Plate Data Mu = n/a φMn = n/a Pass 73" OD x 2" Plate (A572-50; Fy=50 ksi, Fu=65 ksi) Base Plate Summary Stiffener Data Max Stress (ksi): 14.42 (Roark's Flexural) (24) 12"H x 6.875"W x 0.625"T, Notch: 1.5" Allowable Stress (ksi): 45 plate: Fy= 65 ksi ; weld: Fy= 80 ksi Stress Rating: 30.5% Pass horiz. weld: 0.5" fillet vert. weld: 0.5" fillet Stiffener Summary Horizontal Weld: 33.9% Pass Pole Data Vertical Weld: 20.9% Pass 58" x 0.5" 18-sided pole (A572-65; Fy=65 ksi, Fu=80 ksi) Plate Flexure+Shear: 12.6% Pass Plate Tension+Shear: 23.7% Pass Plate Compression: 32.8% Pass Pole Summary Punching Shear: 9.2% Pass 51.42 27.25 Adjusted Pole Reactions BU # 873711 Applied Loads Site Name Carmel-Springmill Order # 602824 Rev. 4 Analysis Considerations Site Info TIA-222 Revision H Grout Considered: No Connection Properties Analysis Results Iar (in) 2.25 Moment (kip-ft) 2606.20 Axial Force (kips) 51.42 Shear Force (kips) 27.25 Moment (kip-ft) Axial Force (kips) Shear Force (kips) 0.00 CCIplate - Version 4.1.2 Analysis Date: 4/13/2022 Report File: TIA-222 Revison: Tower Type: Check Pier Capacity only at location of Max Moment? No Location: Soil Lateral Check Compression Uplift Comp. Uplift 7.17 - 2606.2 9.85 - 51.43 2768.39 - 27.23 12.9% - Soil Vertical Check Compression Uplift Go to Soil Calculations 672.19 - 4.5 ksi 795.22 - 60 ksi 165.77 - 60 ksi 1467.41 - 217.20 - 14.1% - 32 ft Reinforced Concrete Flexure Compression Uplift 0.5 ft 7.20 - 2768.38 - 8399.70 - 7.5 ft 31.4% - 27 38 Reinforced Concrete Shear Compression Uplift 10 22.54 - 3 in 199.77 - 5 821.11 - 12 in 23.2% - in *Rating per TIA-222-H Section 15.5 4 # of Layers 8 121 FALSE 1 0 3.5 3.5 115 150 0 0 0.000 0.000 0.00 0.00 FALSE 2 3.5 4 0.5 120 150 1 0 0.550 0.550 FALSE 3 4 6 2 58 87.6 1 0 0.550 0.550 FALSE 4 6 12 6 63 87.6 3 0 1.650 1.650 FALSE 5 12 17 5 58 87.6 0 32 1.086 1.086 25 FALSE 6 17 22 5 58 87.6 2 0 1.100 1.100 FALSE 7 22 30 8 68 87.6 0 40 1.47 1.47 50 FALSE 8 30 32 2 68 87.6 4 0 2.05 2.05 24 Pier Diameter Rebar Quantity Rebar Cage Diameter Rebar Quantity Tie Spacing Drilled Pier Foundation BU # : Site Name: Order Number: Monopole Applied Loads Material Properties Pier Design Data H 873711 Carmel-Springmill 602824 Rev. 4 Moment (kip-ft) Axial Force (kips) Shear Force (kips) Concrete Strength, f'c: Rebar Strength, Fy: Tower Type: 51.43 kips Capacity Demand Rating* Check 27.23 kips 923.87 0.00 0.0% Pass 400.71 27.23 6.5% Pass 11.25 1.28 10.8% Pass 2606.2 ft-kips 12011.58 2816.67 23.4% Pass 150 ft 8326.06 2728.74 31.2% Pass ft 558.49 0.00 0.0% Pass 2.75 in 31633.68 87.21 0.3% Pass in 11461.32 1088.62 9.0% Pass 1230.67 128.27 9.9% Pass 0.201 0.028 13.2% Pass Circular 11470.71 1637.24 13.6% Pass 7.5 ft 0.201 0.000 0.0% Pass 0.5 ft 11470.71 0.00 0.0% Pass 10 38 5 Structural Rating*: 31.2% 9 Soil Rating*: 23.4% Tie 3 in 7 ft 33 ft 3 ft 11 56 3 in 60 ksi 5 ksi 150 pcf 120 pcf 15.000 ksf <--Toggle between Gross and Net 1.000 ksf 0 degrees 9 0.35 3.50 ft No 4 ft Top & Bot. Pad Rein. Different?: *Rating per TIA-222-H Section 15.5 Foundation Bearing on Rock? SPT Blow Count, Nblows: Base Friction, μ: Pier Diameter, dpier: Ext. Above Grade, E: Pier Rebar Size, Sc: Pier Rebar Quantity, mc: Concrete Compressive Strength, F'c: Pier Tie/Spiral Quantity, mt: Pier Reinforcement Type: Pier Clear Cover, ccpier: Pad Properties Pier Tie/Spiral Size, St: Neglected Depth, N: Uplift Shear, Vu_uplift: Pier Shape: Tower Height, H: Base Face Width, BW: ASCE 7 Hazards Report Address: No Address at This Location Standard: ASCE/SEI 7-10 Risk Category: III Soil Class: D - Stiff Soil Elevation: 861.62 ft (NAVD 88) Latitude: Longitude: 39.976978 -86.169669 Wind Results: Wind Speed 120 Vmph 10-year MRI 76 Vmph 25-year MRI 84 Vmph 50-year MRI 90 Vmph 100-year MRI 96 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1B and Figs. CC-1–CC-4, and Section 26.5.2, incorporating errata of March 12, 2014 Date Accessed: Wed Apr 13 2022 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 3% probability of exceedance in 50 years (annual exceedance probability = 0.000588, MRI = 1,700 years). Site is not in a hurricane-prone region as defined in ASCE/SEI 7-10 Section 26.2. https://asce7hazardtool.online/ Page 1 of 3 Wed Apr 13 2022 SS : 0.148 S1 : 0.082 Fa : 1.6 Fv : 2.4 SMS : 0.236 SM1 : 0.196 SDS : 0.157 SD1 : 0.131 TL : 12 PGA : 0.067 PGA M : 0.108 FPGA : 1.6 Ie : 1.25 Design Response Spectrum S a (g) vs T(s) MCE R Response Spectrum S a (g) vs T(s) Seismic Site Soil Class: Results: Seismic Design Category D - Stiff Soil B Data Accessed: Wed Apr 13 2022 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site-specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Wed Apr 13 2022 Ice Results: Data Source: Date Accessed: Ice Thickness: 1.00 in. Concurrent Temperature: 5 F Gust Speed 40 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Wed Apr 13 2022 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided “as is” and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third-party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third-party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Wed Apr 13 2022 1.00*2=2.00 in. Cohesion, Cu: Ultimate Gross Bearing, Qult: Pad Rebar Quantity (Bottom dir. 2), mp2: Pad Rebar Size (Bottom dir. 2), Sp2: Total Soil Unit Weight, γ: Pier Flexure (Comp.) (kip*ft) Lateral (Sliding) (kips) Bearing Pressure (ksf) Uplift (kips) Foundation Analysis Checks Pier and Pad Foundation BU # : Site Name: Compression, Pcomp: TIA-222 Revision: App. Number: Superstructure Analysis Reactions H Monopole 873711 Carmel-Springmill 602824 Rev. 4 Block Foundation?: Pad Shear - 2-way (Comp) (ksi) Pier Flexure (Tension) (kip*ft) Overturning (kip*ft) Pad Flexure (kip*ft) Pad Shear - 1-way (kips) Pier Compression (kip) Rectangular Pad?: Flexural 2-way (Tension) (kip*ft) Pad Shear - 2-way (Uplift) (ksi) Pier Properties BP Dist. Above Fdn, bpdist: Bolt Circle / Bearing Plate Width, BC: Flexural 2-way (Comp) (kip*ft) Uplift, Puplift: Base Shear, Vu_comp: Groundwater Depth, gw: Rebar Grade, Fy: Dry Concrete Density, δc: Depth, D: Pad Width, W1: Pad Thickness, T: Pad Clear Cover, ccpad: Material Properties Soil Properties Friction Angle, ϕ: Moment, Mu: Version 4.1.1 Tie Yield Strength, Fyt: Cohesive Cohesionless Cohesive Cohesionless Cohesive Cohesive Cohesive Ultimate Skin Friction Uplift Override (ksf) Critical Shear Capacity Rating* Skin Friction (kips) Weight of Concrete (kips) Rating* Critical Shear (kip) End Bearing (kips) Axial (kips) Critical Depth (ft from TOC) Calculated Ultimate Skin Friction Uplift (ksf) Calculated Ultimate Skin Friction Comp (ksf) Ultimate Skin Friction Comp Override (ksf) Soil Profile Soil Type SPT Blow Count Ult. Gross Bearing Capacity (ksf) γsoil (pcf) γconcrete (pcf) Critical Depth (ft from TOC) Soil Interaction Rating* 14.1% Rebar 2, Fy Override (ksi) Rebar 3, Fy Override (ksi) Depth Cohesionless Layer Top (ft) Bottom (ft) Thickness (ft) Groundwater Depth Cohesion (ksf) Angle of Friction (degrees) Rebar Size Pier Section 1 Check Limitation Apply TIA-222-H Section 15.5: Additional Longitudinal Rebar Shear Design Options Check Shear along Depth of Pier: Utilize Shear-Friction Methodology: Override Critical Depth: Dv=0 (ft from TOC) Soil Safety Factor Max Moment (kip-ft) Rating* Ext. Above Grade Critical Moment (kip-ft) Critical Moment Capacity Rating* From 0.5' above grade to 32' below grade Rebar Size Clear Cover to Ties Tie Size Input Effective Depths (else Actual): C:\Users\Apeeta\Desktop\Old works\CN11-210 - 873711 - Carmel-Springmill\CN11-210 SA\Analysis\CN11-210 BU_873711 WO_2072927.eri.rtf Structural Foundation Rating* 31.4% Total Capacity (kips) N/A Analysis Results Rebar & Pier Options Embedded Pole Inputs Belled Pier Inputs Version 5.0.3 L2 102 - 67 (2) 0.007 0.250 0.000 0.020 0.000 0.258 1.050 4.8.2 L3 67 - 33 (3) 0.008 0.282 0.000 0.017 0.000 0.290 1.050 4.8.2 L4 33 - 0 (4) 0.010 0.343 0.000 0.017 0.000 0.352 1.050 4.8.2 Section Capacity Table Section No. Elevation ft Component Type Size Critical Element P K øPallow K % Capacity Pass Fail L1 150 - 102 Pole TP34.6875x22.5x0.3125 1 -11.29 2016.98 19.0 Pass L2 102 - 67 Pole TP42.9375x32.793x0.4375 2 -22.84 3495.30 24.5 Pass L3 67 - 33 Pole TP50.6875x40.5408x0.5 3 -34.51 4719.26 27.7 Pass L4 33 - 0 Pole TP58x47.9118x0.5 4 -51.42 5605.18 33.6 Pass Summary Pole (L4) 33.6 Pass RATING = 33.6 Pass Compression Checks Pole Design Data Section No. Elevation ft Size L ft Lu ft Kl/r A in2 Pu K φPn K Ratio Pu φPn L1 150 - 102 (1) TP34.6875x22.5x0.3125 48.00 0.00 0.0 32.836 5 -11.29 1920.93 0.006 L2 102 - 67 (2) TP42.9375x32.793x0.437 5 40.00 0.00 0.0 56.903 5 -22.84 3328.86 0.007 L3 67 - 33 (3) TP50.6875x40.5408x0.5 40.00 0.00 0.0 76.829 6 -34.51 4494.53 0.008 L4 33 - 0 (4) TP58x47.9118x0.5 40.00 0.00 0.0 91.252 5 -51.42 5338.27 0.010 Pole Bending Design Data Section No. Elevation ft Size Mux kip-ft φMnx kip-ft Ratio Mux φMnx Muy kip-ft φMny kip-ft Ratio Muy φMny L1 150 - 102 (1) TP34.6875x22.5x0.3125 312.33 1612.95 0.194 0.00 1612.95 0.000 L2 102 - 67 (2) TP42.9375x32.793x0.437 5 889.27 3552.49 0.250 0.00 3552.49 0.000 L3 67 - 33 (3) TP50.6875x40.5408x0.5 1594.13 5643.47 0.282 0.00 5643.47 0.000 L4 33 - 0 (4) TP58x47.9118x0.5 2606.20 7609.04 0.343 0.00 7609.04 0.000 Gov. Load Comb. Tilt ° Twist ° L1 150 - 102 9.574 44 0.5458 0.0017 L2 107 - 67 5.034 44 0.4317 0.0006 L3 73 - 33 2.380 44 0.2992 0.0003 L4 40 - 0 0.739 44 0.1650 0.0001 Critical Deflections and Radius of Curvature - Service Wind Elevation ft Appurtenance Gov. Load Comb. Deflection in Tilt ° Twist ° Radius of Curvature ft 150.00 Lightning Rod 5/8'' x 10' 44 9.574 0.5458 0.0017 113829 148.00 NHH-65C-R2B w/ Mount Pipe 44 9.350 0.5412 0.0017 113829 110.00 FFVV-65C-R3-V1_TMO w/ 44 5.315 0.4416 0.0007 14251 22 -23.54 -51.43 -13.64 23.54 51.43 13.64 0.000% 23 -23.54 -38.57 -13.64 23.54 38.57 13.64 0.000% 24 -13.61 -51.43 -23.59 13.61 51.43 23.59 0.000% 25 -13.61 -38.57 -23.59 13.61 38.57 23.59 0.000% 26 0.00 -101.68 0.00 -0.00 101.68 0.00 0.000% 27 -0.00 -101.68 -6.49 0.00 101.68 6.49 0.000% 28 3.24 -101.68 -5.62 -3.24 101.68 5.62 0.000% 29 5.61 -101.68 -3.24 -5.61 101.68 3.24 0.000% 30 6.49 -101.68 0.00 -6.49 101.68 -0.00 0.000% 31 5.62 -101.68 3.25 -5.62 101.68 -3.25 0.000% 32 3.25 -101.68 5.63 -3.25 101.68 -5.63 0.000% 33 0.00 -101.68 6.49 -0.00 101.68 -6.49 0.000% 34 -3.24 -101.68 5.62 3.24 101.68 -5.62 0.000% 35 -5.61 -101.68 3.24 5.61 101.68 -3.24 0.000% 36 -6.49 -101.68 -0.00 6.49 101.68 0.00 0.000% 37 -5.62 -101.68 -3.25 5.62 101.68 3.25 0.000% 38 -3.25 -101.68 -5.63 3.25 101.68 5.63 0.000% 39 -0.01 -42.86 -6.09 0.01 42.86 6.09 0.000% 40 3.03 -42.86 -5.27 -3.03 42.86 5.27 0.000% 41 5.26 -42.86 -3.04 -5.26 42.86 3.04 0.000% 42 6.08 -42.86 0.01 -6.08 42.86 -0.01 0.000% 43 5.27 -42.86 3.05 -5.27 42.86 -3.05 0.000% 44 3.04 -42.86 5.28 -3.04 42.86 -5.28 0.000% 45 0.01 -42.86 6.09 -0.01 42.86 -6.09 0.000% 46 -3.03 -42.86 5.27 3.03 42.86 -5.27 0.000% 47 -5.26 -42.86 3.04 5.26 42.86 -3.04 0.000% 48 -6.08 -42.86 -0.01 6.08 42.86 0.01 0.000% 49 -5.27 -42.86 -3.05 5.27 42.86 3.05 0.000% 50 -3.04 -42.86 -5.28 3.04 42.86 5.28 0.000% Non-Linear Convergence Results Load Combination Converged? Number of Cycles Displacement Tolerance Force Tolerance 1 Yes 4 0.00000001 0.00000001 2 Yes 4 0.00000001 0.00008394 1.2 Dead+1.0 Wind 0 deg+1.0 Ice+1.0 Temp 101.68 -0.00 -6.49 -671.35 -1.61 0.12 1.2 Dead+1.0 Wind 30 deg+1.0 Ice+1.0 Temp 101.68 3.24 -5.62 -580.69 -338.53 0.00 1.2 Dead+1.0 Wind 60 deg+1.0 Ice+1.0 Temp 101.68 5.61 -3.24 -333.59 -585.33 -0.12 1.2 Dead+1.0 Wind 90 deg+1.0 Ice+1.0 Temp 101.68 6.49 0.00 3.73 -675.88 -0.21 1.2 Dead+1.0 Wind 120 deg+1.0 Ice+1.0 Temp 101.68 5.62 3.25 340.90 -585.92 -0.24 1.2 Dead+1.0 Wind 150 deg+1.0 Ice+1.0 Temp 101.68 3.25 5.63 587.57 -339.55 -0.21 1.2 Dead+1.0 Wind 180 deg+1.0 Ice+1.0 Temp 101.68 0.00 6.49 677.64 -2.80 -0.12 1.2 Dead+1.0 Wind 210 deg+1.0 Ice+1.0 Temp 101.68 -3.24 5.62 586.98 334.12 -0.00 1.2 Dead+1.0 Wind 240 deg+1.0 Ice+1.0 Temp 101.68 -5.61 3.24 339.88 580.91 0.12 1.2 Dead+1.0 Wind 270 deg+1.0 Ice+1.0 Temp 101.68 -6.49 -0.00 2.55 671.46 0.21 1.2 Dead+1.0 Wind 300 deg+1.0 Ice+1.0 Temp 101.68 -5.62 -3.25 -334.62 581.51 0.24 1.2 Dead+1.0 Wind 330 deg+1.0 Ice+1.0 Temp 101.68 -3.25 -5.63 -581.28 335.14 0.21 Dead+Wind 0 deg - Service 42.86 -0.01 -6.09 -580.18 0.74 0.16 Dead+Wind 30 deg - Service 42.86 3.03 -5.27 -501.94 -288.82 0.03 Dead+Wind 60 deg - Service 42.86 5.26 -3.04 -289.16 -501.05 -0.11 Dead+Wind 90 deg - Service 42.86 6.08 0.01 1.14 -579.08 -0.22 Dead+Wind 120 deg - Service 42.86 5.27 3.05 291.19 -502.02 -0.27 Dead+Wind 150 deg - Service 42.86 3.04 5.28 503.25 -290.50 -0.25 Dead+Wind 180 deg - Service 42.86 0.01 6.09 580.52 -1.20 -0.16 Dead+Wind 210 deg - Service 42.86 -3.03 5.27 502.29 288.36 -0.03 Dead+Wind 240 deg - Service 42.86 -5.26 3.04 289.51 500.59 0.11 Dead+Wind 270 deg - Service 42.86 -6.08 -0.01 -0.80 578.62 0.22 Dead+Wind 300 deg - Service 42.86 -5.27 -3.05 -290.84 501.56 0.27 Combination Vertical K Shearx K Shearz K Overturning Moment, Mx kip-ft Overturning Moment, Mz kip-ft Torque kip-ft Dead Only 42.86 0.00 0.00 0.17 -0.22 0.00 1.2 Dead+1.0 Wind 0 deg - No Ice 51.43 -0.03 -27.22 -2603.59 4.07 0.71 0.9 Dead+1.0 Wind 0 deg - No Ice 38.57 -0.03 -27.22 -2588.87 4.11 0.71 1.2 Dead+1.0 Wind 30 deg - No Ice 51.43 13.55 -23.56 -2252.58 -1295.06 0.14 0.9 Dead+1.0 Wind 30 deg - No Ice 38.57 13.55 -23.56 -2239.85 -1287.65 0.14 1.2 Dead+1.0 Wind 60 deg - No Ice 51.43 23.51 -13.58 -1297.93 -2247.25 -0.47 0.9 Dead+1.0 Wind 60 deg - No Ice 38.57 23.51 -13.58 -1290.62 -2234.44 -0.47 1.2 Dead+1.0 Wind 90 deg - No Ice 51.43 27.16 0.03 4.55 -2597.36 -0.96 0.9 Dead+1.0 Wind 90 deg - No Ice 38.57 27.16 0.03 4.47 -2582.57 -0.96 1.2 Dead+1.0 Wind 120 deg - No Ice 51.43 23.54 13.64 1305.87 -2251.59 -1.19 0.9 Dead+1.0 Wind 120 deg - No Ice 38.57 23.54 13.64 1298.41 -2238.75 -1.19 1.2 Dead+1.0 Wind 150 deg - No Ice 51.43 13.61 23.59 2257.33 -1302.58 -1.10 Component Type Condition Gov. Load Comb. Axial K Major Axis Moment kip-ft Minor Axis Moment kip-ft L1 150 - 102 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -37.32 -2.00 0.44 Max. Mx 8 -11.30 -311.59 -0.62 Max. My 2 -11.29 0.51 311.94 Max. Vy 8 12.53 -311.59 -0.62 Max. Vx 2 -12.55 0.51 311.94 Max. Torque 22 -0.98 L2 102 - 67 Pole Max Tension 1 0.00 0.00 0.00 Max. Compression 26 -59.74 -2.00 0.07 Max. Mx 8 -22.84 -886.15 -1.76 Max. My 2 -22.84 1.64 888.34 Max. Vy 8 19.40 -886.15 -1.76 Max. Vx 2 -19.46 1.64 888.34 Max. Torque 22 -1.19 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.96 2.14 2.32 2.71 0.98 1.11 1.25 1.55 0.06 0.08 0.10 0.15 TA08025-B605 A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.96 2.14 2.32 2.71 1.13 1.27 1.41 1.72 0.08 0.09 0.11 0.16 TA08025-B605 B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.96 2.14 2.32 2.71 1.13 1.27 1.41 1.72 0.08 0.09 0.11 0.16 TA08025-B605 C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.96 2.14 2.32 2.71 1.13 1.27 1.41 1.72 0.08 0.09 0.11 0.16 RDIDC-9181-PF-48 A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.01 2.19 2.37 2.76 1.17 1.31 1.46 1.78 0.02 0.04 0.06 0.11 (2) 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 (2) 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 (2) 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 Commscope MC-PK8-DSH C None 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 34.24 62.95 91.66 149.08 34.24 62.95 91.66 149.08 1.75 2.10 2.45 3.15 ********* Load Combinations Comb. No. Description 1 Dead Only 2 1.2 Dead+1.0 Wind 0 deg - No Ice 3 0.9 Dead+1.0 Wind 0 deg - No Ice 2'' Ice 3.08 3.32 3.56 4.07 1.47 1.66 1.85 2.27 0.07 0.09 0.12 0.18 AHLOA_T-MOBILE A From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.86 3.08 3.31 3.80 1.85 2.04 2.23 2.65 0.08 0.11 0.13 0.20 AHLOA_T-MOBILE B From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.86 3.08 3.31 3.80 1.85 2.04 2.23 2.65 0.08 0.11 0.13 0.20 AHLOA_T-MOBILE C From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 2.86 3.08 3.31 3.80 1.85 2.04 2.23 2.65 0.08 0.11 0.13 0.20 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 8' x 2'' Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 T-Arm Mount [TA 602-3] C None 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 13.40 16.44 19.70 25.86 13.40 16.44 19.70 25.86 0.77 1.00 1.29 2.05 ****** MX08FRO665-21 w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 8.01 8.52 9.04 10.11 4.23 4.69 5.16 6.12 0.11 0.19 0.29 0.52 MX08FRO665-21 w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 8.01 8.52 9.04 10.11 4.23 4.69 5.16 6.12 0.11 0.19 0.29 0.52 MX08FRO665-21 w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 100.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 8.01 8.52 9.04 10.11 4.23 4.69 5.16 6.12 0.11 0.19 0.29 0.52 TA08025-B604 A From Leg 4.00 0.00 0.0000 100.00 No Ice 1/2'' 1.96 2.14 0.98 1.11 0.06 0.08 54.43 78.49 29.82 42.21 54.43 78.49 1.67 2.27 3.05 5.18 Mount Reinforcement Specifications C None 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 28.63 37.31 45.80 62.38 28.63 37.31 45.80 62.38 0.28 0.67 0.94 1.63 Pipe Mount [PM 601-3] C None 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 3.17 3.79 4.42 5.76 3.17 3.79 4.42 5.76 0.20 0.23 0.28 0.40 ****** FFVV-65C-R3-V1_TMO w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.97 13.62 14.27 15.62 6.20 6.77 7.36 8.57 0.16 0.29 0.44 0.79 FFVV-65C-R3-V1_TMO w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.97 13.62 14.27 15.62 6.20 6.77 7.36 8.57 0.16 0.29 0.44 0.79 FFVV-65C-R3-V1_TMO w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 12.97 13.62 14.27 15.62 6.20 6.77 7.36 8.57 0.16 0.29 0.44 0.79 AEHC w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.91 7.40 7.91 8.99 2.77 3.15 3.55 4.39 0.11 0.16 0.22 0.36 AEHC w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.91 7.40 7.91 8.99 2.77 3.15 3.55 4.39 0.11 0.16 0.22 0.36 AEHC w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 6.91 7.40 7.91 8.99 2.77 3.15 3.55 4.39 0.11 0.16 0.22 0.36 HCS 2.0 Part 1 A From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.87 2.04 2.21 2.59 0.93 1.06 1.19 1.48 0.02 0.04 0.06 0.11 HCS 2.0 Part 1 B From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.87 2.04 2.21 2.59 0.93 1.06 1.19 1.48 0.02 0.04 0.06 0.11 AHFIG_TMO A From Leg 4.00 0.00 0.00 0.0000 110.00 No Ice 1/2'' Ice 3.08 3.32 3.56 1.47 1.66 1.85 0.07 0.09 0.12 Ice 1'' Ice 2'' Ice 4.23 4.56 4.89 5.58 2.88 3.30 3.75 4.69 0.09 0.13 0.18 0.28 Sub6 Antenna w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.23 4.56 4.89 5.58 2.88 3.30 3.75 4.69 0.09 0.13 0.18 0.28 4449 A From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.97 2.15 2.33 2.72 1.40 1.56 1.72 2.07 0.07 0.09 0.11 0.16 4449 B From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.97 2.15 2.33 2.72 1.40 1.56 1.72 2.07 0.07 0.09 0.11 0.16 4449 C From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.97 2.15 2.33 2.72 1.40 1.56 1.72 2.07 0.07 0.09 0.11 0.16 8843 A From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.65 1.81 1.98 2.34 1.36 1.51 1.67 2.00 0.07 0.09 0.11 0.16 8843 B From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.65 1.81 1.98 2.34 1.36 1.51 1.67 2.00 0.07 0.09 0.11 0.16 8843 C From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.65 1.81 1.98 2.34 1.36 1.51 1.67 2.00 0.07 0.09 0.11 0.16 RHSDC-6627-PF-48 A From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.06 4.32 4.58 5.14 3.10 3.34 3.58 4.09 0.03 0.07 0.11 0.20 RHSDC-6627-PF-48 B From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 4.06 4.32 4.58 5.14 3.10 3.34 3.58 4.09 0.03 0.07 0.11 0.20 (2) 8' x 2'' Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 8' x 2'' Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 1.90 2.73 3.40 4.40 1.90 2.73 3.40 4.40 0.03 0.04 0.06 0.12 ft ft ft Azimuth Adjustmen t ° Placement ft CAAA Front ft2 CAAA Side ft2 Weight K ****** Lightning Rod 5/8'' x 10' C None 0.0000 150.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.63 1.64 2.67 4.78 0.63 1.64 2.67 4.78 0.04 0.05 0.06 0.11 ****** NHH-65C-R2B w/ Mount Pipe A From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 5.56 6.07 6.58 7.65 4.47 4.96 5.47 6.51 0.08 0.17 0.26 0.49 NHH-65C-R2B w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 5.56 6.07 6.58 7.65 4.47 4.96 5.47 6.51 0.08 0.17 0.26 0.49 NHH-65C-R2B w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 5.56 6.07 6.58 7.65 4.47 4.96 5.47 6.51 0.08 0.17 0.26 0.49 4408 W/KRE 105 281/1 w/ Mount Pipe B From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.64 0.79 0.95 1.31 0.39 0.50 0.63 0.93 0.01 0.01 0.02 0.05 4408 W/KRE 105 281/1 w/ Mount Pipe C From Leg 4.00 0.00 0.00 0.0000 148.00 No Ice 1/2'' Ice 1'' Ice 0.64 0.79 0.95 1.31 0.39 0.50 0.63 0.93 0.01 0.01 0.02 0.05 2.72 2.72 2.72 ****** Feed Line/Linear Appurtenances Section Areas Tower Sectio n Tower Elevation ft Face AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 150.00-102.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 5.184 0.000 0.000 0.000 0.12 0.07 0.10 L2 102.00-67.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.780 0.000 0.000 0.000 0.30 0.19 0.07 L3 67.00-33.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.672 0.000 0.000 0.000 0.30 0.18 0.07 L4 33.00-0.00 A B C 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 3.564 0.000 0.000 0.000 0.29 0.18 0.07 Feed Line/Linear Appurtenances Section Areas - With Ice Tower Sectio n Tower Elevation ft Face or Leg Ice Thickness in AR ft2 AF ft2 CAAA In Face ft2 CAAA Out Face ft2 Weight K L1 150.00-102.00 A B C 2.627 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 55.616 0.000 0.000 0.000 0.12 0.07 1.07 L2 102.00-67.00 A B C 2.525 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 40.553 0.000 0.000 0.000 0.30 0.19 0.78 L3 67.00-33.00 A B C 2.397 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 38.016 0.000 0.000 0.000 0.30 0.18 0.71 L4 33.00-0.00 A B C 2.146 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 35.198 0.000 0.000 0.000 0.29 0.18 0.63 Feed Line Center of Pressure Section Elevation ft CPX in CPZ in CPX Ice in CPZ Ice in L1 150.00-102.00 0.0000 0.8421 0.0000 3.6836 L2 102.00-67.00 0.0000 0.8504 0.0000 4.0636 L3 67.00-33.00 0.0000 0.8545 0.0000 4.1645 29.5139 6.7870 15.513 L3 42.6346 63.5448 12871.325 3 14.2145 20.5947 624.9813 25759.587 0 31.7784 6.2552 12.51 51.3923 79.6476 25345.511 8 17.8166 25.7493 984.3204 50724.373 8 39.8313 8.0410 16.082 L4 50.3665 75.2426 21368.525 7 16.8312 24.3392 877.9466 42765.168 7 37.6284 7.5525 15.105 58.8176 91.2525 38116.929 7 20.4125 29.4640 1293.6780 76284.014 6 45.6349 9.3280 18.656 Tower Elevation ft Gusset Area (per face) ft2 Gusset Thickness in Gusset Grade Adjust. Factor Af Adjust. Factor Ar Weight Mult. Double Angle Stitch Bolt Spacing Diagonals in Double Angle Stitch Bolt Spacing Horizontals in Double Angle Stitch Bolt Spacing Redundants in L1 150.00- 102.00 1 1 1 L2 102.00- 67.00 1 1 1 L3 67.00- 33.00 1 1 1 L4 33.00-0.00 1 1 1 Feed Line/Linear Appurtenances - Entered As Round Or Flat Description Sector Exclude From Torque Calculation Componen t Type Placement ft Total Number Number Per Row Start/En d Position Width or Diamete r in Perimete r in Weight plf ****** Safety Line 3/8 C No Surface Ar (CaAa) 150.00 - 0.00 1 1 0.000 0.000 0.3750 0.22 Climbing Pegs C No Surface Ar (CaAa) 150.00 - 0.00 1 1 -0.050 0.050 0.7050 1.80 ****** Feed Line/Linear Appurtenances - Entered As Area Description Face or Leg Allow Shield Exclude From Torque Calculation Componen t Type Placement ft Total Number CAAA ft2/ft Weight plf ****** LDF5-50A(7/8) B No No Inside Pole 122.00 - 0.00 6 No Ice 1/2'' Ice 1'' Ice 2'' Ice 0.00 0.00 0.00 0.00 0.33 0.33 0.33 0.33 MLCH 12/24 LOW A No No Inside Pole 122.00 - 0.00 2 No Ice 0.00 3.04 Top Diameter in Bottom Diameter in Wall Thickness in Bend Radius in Pole Grade L1 150.00-102.00 48.00 5.00 18 22.5000 34.6875 0.3125 1.2500 A572-65 (65 ksi) L2 102.00-67.00 40.00 6.00 18 32.7930 42.9375 0.4375 1.7500 A572-65 (65 ksi) L3 67.00-33.00 40.00 7.00 18 40.5408 50.6875 0.5000 2.0000 A572-65 (65 ksi) L4 33.00-0.00 40.00 18 47.9118 58.0000 0.5000 2.0000 A572-65 2. Tower designed for Exposure C to the TIA-222-H Standard. 3. Tower designed for a 120 mph basic wind in accordance with the TIA-222-H Standard. 4. Tower is also designed for a 40 mph basic wind with 2.00 in ice. Ice is considered to increase in thickness with height. 5. Deflections are based upon a 60 mph wind. 6. Tower Risk Category III. 7. Topographic Category 1 with Crest Height of 0.00 ft 8. TOWER RATING: 33.6% Antenna Model Number of Feed Lines Feed Line Size (in) 110.0 110.0 3 commscope FFVV-65C-R3-V1_TMO w/ Mount Pipe 2 1-1/2 3 nokia AEHC w/ Mount Pipe 3 nokia AHFIG_TMO 3 nokia AHLOA_T-MOBILE 2 commscope HCS 2.0 Part 1 1 - T-Arm Mount [TA 602-3] 100.0 100.0 3 jma wireless MX08FRO665-21 w/ Mount Pipe 1 1-3/4 3 fujitsu TA08025-B604 3 fujitsu TA08025-B605 1 raycap RDIDC-9181-PF-48 1 tower mounts Commscope MC-PK8-DSH